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RE: X Bracing - Design Procedure

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hiiiiiiiiiii............!!!!!!!!!

> -----Mensaje original-----
> De:	Rick.Drake(--nospam--at)fluor.com [SMTP:Rick.Drake(--nospam--at)fluor.com]
> Enviado el:	Jueves 30 de Marzo de 2000 10:07 AM
> Para:	seaint(--nospam--at)seaint.org
> Asunto:	Re: X Bracing - Design Procedure
> 
> 
> 
> For all x-braces, you should also consider the bending due to self-weight.
> For
> long spans, a significant amount of strength will be used up in dead load
> bending alone.
> 
> For x-braces loaded by earthquake, axial loads (both tension and
> compression)
> should be taken from the AISC Seismic. Provisions.  The eccentricity
> should be
> accounted for as either bending in the brace or bending in the end
> connection.
> 
> For x-braces loaded by wind, axial loads are usually tension only.  The
> eccentricity should be accounted for as either bending in the brace or
> bending
> in the end connection.
> 
> Rick Drake, SE
> Fluor Daniel, Aliso Viejo
> 
> **************************************
> 
> 
> 
> 
> 
> nattamai mohanram <nattamaim(--nospam--at)yahoo.com> on 03/30/2000 03:40:43 AM
> 
> Please respond to seaint(--nospam--at)seaint.org
> 
> To:   seaint(--nospam--at)seaint.org
> cc:
> 
> Subject:  X Bracing - Design Procedure
> 
> 
> I need clarification on design procedure for x bracing
> using either double angles or tees back to back.In
> this  situation, do we normally design the  member for
> axial force only or  axial force plus bending induced
> due to eccentricity ?  Either way  some reference will
> be helpful to me.
> 
> Thanks
> 
> Nat
> 
> 
> 
> 
> 
>